ISGS CONTRACT/GRANT REPORT: 1981-2 • ISWS CONTRACT REPORT 262

557.09773
IL6cr 1981-2

Groundwater resources in

the Saline Valley Conservancy District,

Saline and Gallatin Counties, Illinois

VICKIE L. POOLE
Geological Survey Division, INR

ELLIS W. SANDERSON
Water Survey Division, INR

This cooperative study was supported partly by
funds provided through the University of Illinois
by the Illinois Department of Transportation,
Division of Water Resources, and partly by the
Saline Valley Conservancy District.

September 1981

Illinois Institute of Natural Resources

GEOLOGICAL SURVEY and WATER SURVEY Divisions

Champaign, Illinois

Poole, Vickie L.

Groundwater resources in the Saline Valley Conservancy Dis-
trict, Saline and Gallatin Counties, Illinois /Vickie L. Poole and
Ellis W. Sanderson. — Champaign, III. : Illinois State Geological
Survey, September 1981.

37 p. ; 28 cm. — (Contract/Grant report / Illinois State Geo-
logical Survey ; 1981-2) Contract report / Illinois State Water
Survey ; 262)

1. Water resources— Illinois— Saline County. 2. Water resources—
Illinois— Gallatin County. I. Title. II. Sanderson, Ellis W. III. Series 1.
IV. Series 2.

Printed by the authority of the State of Illinois/1981/450

ISGS CONTRACT/GRANT REPORT: 1981-2 ISWS CONTRACT REPORT 262

Groundwater resources in

the Saline Valley Conservancy District,

Saline and Gallatin Counties, Illinois

VICKIE L. POOLE
Geological Survey Division, INR

ELLIS W. SANDERSON
Water Survey Division, INR

September I98I

ILLINOIS STATE GEOLOGICAL SURVEY
Natural Resources Building
615 East Peabody Drive
Champaign, I L 61820

Digitized by the Internet Archive

in 2012 with funding from

University of Illinois Urbana-Champaign

http://archive.org/details/groundwaterresou19812pool

CONTENTS

1 ABSTRACT

1 INTRODUCTION

2 GEOLOGY

4 Geophysical study

5 Drilling program

7 HYDROLOGY

9 Hydrogeology

9 Aquifer test

11 Aquifer model

13 Theoretical effects of pumping

14 Effects of groundwater development

14 REFERENCES

16 APPENDIXES

16 A. Simple descriptive and natural gamma logs

for test borings in Gallatin County

26 B.Well production test
26 l.Well data
28 2. Aquifer test water level data

34 C. Water sample analysis data

35 D. Selected sieve analysis data

ACKNOWLEDGMENTS

This study was supported in part by funds provided through
the University of Illinois by the Illinois Department of
Transportation, Division of Water Resources, Frank Kudrna,
director, Siavash Mostoufi, and John K. Flowe, planning
and research engineers, and in part by the Saline Valley
Conservancy District, Shirley Ligon, manager.

Drafting: Fred Graszer

Groundwater resources in

the Saline Valley Conservancy District,

Saline and Gallatin Counties, Illinois

ABSTRACT

A number of communities in Saline County and western Gallatin County, Illinois,
experience periodic water shortages. These communities obtain their water
supplies from a variety of sources, each inadequate to supply increasing
demands. A comprehensive hydrogeologic study of this region was conducted as
part of a continuing program to assess public groundwater supplies and re-
gional aquifers. This study included reevaluation of existing subsurface and
geophysical data supplemented by extensive surface electrical earth resistivity
surveys and a controlled drilling, sampling, and testing program. A high-
capacity test well and three observation wells were constructed, and a con-
trolled aquifer test was conducted to evaluate the production capabilities of a
promising sand and gravel aquifer. Analysis of the study data shows that a
3 million gallons per day well field can be successfully completed at a lo-
cation \h miles north of Junction, Gallatin County, Illinois.

INTRODUCTION

A number of communities in Saline and western Gallatin Counties, Illinois,
experience periodic water shortages. These communities obtain their water
supplies from a variety of sources, each inadequate to satisfy increasing
demands. A high-priority goal of the Saline Valley Conservancy District
has been to develop an adequate, reliable groundwater supply for the water-
deficient communities in the District. An estimated 1.7 million gallons per
day is needed to fulfill current water demands; future demands are expected
to increase to 3 million gallons per day.

The Water Resources Division of the Illinois Department of Transportation
and the State Geological Survey and State Water Survey Divisions of the
Illinois Institute of Natural Resources are currently assessing regional
aquifer systems in Illinois as part of an ongoing program. The Saline Valley
Conservancy District asked these agencies for help in exploring and develop-
ing groundwater resources in the District.

The cooperative study subsequently undertaken consisted of geologic assess-
ment by the State Geological Survey and hydrologic assessment by the State
Water Survey. The geologic assessment included examination and evaluation of
current subsurface and geophysical data. Additional geophysical studies (sur-
face electrical earth resistivity and down-hole logging of test holes) were
conducted in selected areas. Analyses of formation samples recovered during
test drilling were used in conjunction with the geophysical logs to determine
the character and distribution of potential aquifers in the study region.
Hydrologic assessment, using a controlled aquifer test, included evaluation of
the character and water-producing capabilities of a sand and gravel aquifer.

1

R5E

R6E

R7E

R8E

R9E

R10E

10

15 km

Equality formation
Glasford formation
II I j] Henry formation
I'vvl Cahokia formation
I I Bedrock

FIGURE 1. Generalized Quaternary deposits of Saline and Gallatin Counties, Illinois.

GEOLOGY

This discussion of geology is based on the work of Frye et al . (1972), Horberg
(1952), Lineback and others (1979), Willman and Frye (1970), and Heinrich (1981)
as well as on data gathered for this study.

The Saline Vail
fluence of the
of the Saline R
T. 7-8 S., R. 9
provinces: The
Central Lowland
teaus Province,
in the north-no
of the District
local geologic

ey Conservancy District is in southeastern Illinois near the con-
Wabash and Ohio Rivers. The District includes the major portion
iver Basin, Saline and Gallatin Counties, Illinois (exclusive of
-10 E.). The District includes divisions of two physiographic
Mount Vernon Hill Country of the Till Plains Section of the
Province and the Shawnee Hills Section of the Interior Low Pla-
Topography of the area varies from gently rolling till plains
rthwest and flat Pleistocene lake plains in the central portion
to an unglaciated, rough-surfaced area controlled by bedrock and
structures in the south and southeast.

Surface drainage of the area is principally to the east and southeast toward
the Ohio River via the Saline River and its tributaries. Extensive channel
improvements and construction of large drainage ditches have been necessary
because of poor natural drainage, especially on the Pleistocene lake plains.

The Saline Valley Conservancy District is situated at the southern margin of
Pleistocene glaciation in Illinois. Unconsolidated deposits (figs. 1, 2)
of the Saline Valley range from 0 to more than 160 feet (48.5 m) thick;
they consist of a complex of Illinoian moraines and ridged drift, Holocene
and Wisconsinan alluvium, outwash, and gravel terraces, and Wisconsinan lake
deposits and loess (wind-blown silt). The blanketing loess varies in thick-
ness from 2 feet (.6 m) to 8 feet (2.4 m) in Saline County, and from 6 feet
(1.8 m) to 25 feet (7.6 m) in Gallatin County.

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The bedrock surface in the study area consists
primarily of Pennsylvanian shales, siltstones,
sandstones, limestones, and coal. A narrow band
of Mississippian limestones is present along the
upthrown side of the Shawneetown Fault in the
southern part of the District. Where present,
the sandstones, and to a lesser extent, the
fractured limestones, can generally yield small
supplies of water for domestic use.

The thin glacial till and intercalated outwash
deposits in the northern part of the District have
been assigned to the Glasford Formation of the
Illinoian Stage of glaciation. They represent the
southernmost limits of glaciation in Illinois. The
outwash occurs as thin, discontinuous lenses and
stringers and can yield only small supplies of
water for domestic use.

At the beginning of the Wisconsinan Stage of
glaciation, outwash from glaciers located in the
upper Ohio River and Wabash River Basins filled the
main valleys of the Wabash and Ohio Rivers, block-
ing drainage to the Ohio River from the Saline River
Basin and forming Lake Saline. The silts and clays
deposited in these lakes throughout most of the Wis-
consinan Stage have been assigned to the Equality
Formation. These coarser-grained deposits can yield
small to moderate supplies of ground water locally.

Most of the sand and gravel outwash deposited during
the Wisconsinan Stage of glaciation has been assigned
to the Henry Formation. The Henry Formation is
generally a surficial unit, but in the Saline
Valley it does include outwash deposits beneath the
lake deposits of the Equality Formation. Sand and
gravel deposits of the Henry Formation are a major
source of groundwater.

FIGURE 2. Generalized strati graphic classification of the
upper Pleistocene Series.

Water for domestic and municipal use within the Conservancy District is now
obtained from four general sources: (1) Harrisburg Lake (a man-made reservoir);
(2) Pennsylvanian sandstones; (3) local, thin sand and gravel deposits of the
Saline River Valley (Equality Formation); and (4) thick sand and gravel depos-
its of the Ohio River Valley bottomlands (Henry Formation and Cahokia Allu-
vium, a late Wisconsinan to Holocene outwash deposit). A review of currently
available information suggested that favorable conditions existed for major
water-bearing sand and gravel deposits in an area near the Ohio River, just
north and south of the Shawneetown Hills and just east of Ridgway, in the
broad lowlands associated with the Wabash, Little Wabash, and Ohio Rivers.
Exploration for a water supply for the Saline Valley Conservancy District was
concentrated along the Saline River and its branches and in areas where avail-
able well data indicated considerable thicknesses of Henry and Equality Forma-
tions (glacial drift and alluvium). These areas were chosen for detailed
study in the hope of minimizing the length of pipeline required to serve
Harrisburg, Eldorado, and eventually other communities.

Geophysical study

Geologic assessment of the Saline Valley Conservancy District began with the
collection and evaluation of available subsurface data, including well logs,
auger and bridge borings, and coal and oil well records. Previous geophysical
studies (primarily electrical earth resistivity surveys) in the area were re-
evaluated. Areas were delineated where data were lacking, where sand and
gravel aquifers were currently being utilized, and where other water-bearing
deposits might exist. This procedure and the decision of the Saline Valley
Conservancy District to search for a large groundwater supply (approximately
3 million gallons per day) west of the Ohio River, provided guidelines for
determining the profile locations for a supplemental electrical earth resis-
tivity survey. The results of this new survey were then used in conjunction
with existing geologic and geophysical data to select proposed locations of 12
test holes within the District.

An electrical earth resistivity survey is a rapid, inexpensive, and relatively
reliable method of determining the possible presence or absence of coarse-
grained, water-bearing deposits within the unconsolidated sediments that cover
a large portion of the study area. The method is based on the fact that where
fresh water is present, coarse-grained sand and gravel deposits present greater
resistance to the flow of electrical current than fine-grained silts and clays.

From July to September, 1980, 191 vertical electrical sounding (VES) profiles
were run in the Conservancy District (fig. 3). These profiles and 107 VES pro-
files located near the town of Equality in Gallatin County in 1946 were analyzed,
using both qualitative and quantitative techniques. Qualitative analyses in-
cluded plotting apparent resistivity values vs potential electrode spacings (VES
curves) for each VES profile. Examination of maxima, minima, and inflection
points of apparent resistivity on these VES curves provided a general idea of
the types and distributions of the lithologies in the unconsolidated deposits.
Quantitative analyses of the resistivity data were conducted using a digital
computer program which inverts VES curves into a corresponding series of layering
parameters— thicknesses and "true" resistivities (fig. 4). The technique, de-
veloped by Zohdy and Bisdorf (1975), uses the method of convolution (Ghosh, 1971)
and modified Dar Zarrouk functions (Zohdy, 1973, 1975). Figure 3 shows the

• 1980 resistivity stations
O 1980 test holes
'Area of most favorable resistivity values

I Area covered by the 1946 resistivity survey

I District boundary

FIGURE 3. Resistivity station and test hole locations, Saline Valley Conservancy District.

location of the profiles, and figure 4 presents the inversion of a typical line
(AA1) of VES profiles.

The electrical earth resistivity data indicated several areas in the Saline
Valley Conservancy District where water-bearing sand and gravel deposits were
likely to be present. Several small areas in Saline County and a large arcuate
area northwest, west, and southwest of the Shawneetown Hills in Gallatin County
were considered most favorable. Test drilling sites SVB-1 through SVB-12
(fig. 3) were chosen partly on the basis of the resistivity data and partly
on the lack of subsurface data in the area. Another factor in determining
locations of test holes was the availability of easements. This factor ruled
out the possibility of a boring site near the Ohio River.

Drilling program

On the basis of geologic and geophysical data, four test holes (SVB-1 through
SVB-4) in Saline County and eight test holes (SVB-5 through SVB-12) in
Gallatin County (fig. 3) were drilled. John Mathes and Associates, Inc. (Joe
Simoncini, driller) were contracted to drill the test holes. Test Holes SVB-1
through SVB-1 1 were drilled in August and September, 1980, and Test Hole SVB-12
was drilled in November, 1980. Wash samples were collected at 5-foot (1.5 m)
intervals and split-spoon samples were collected at chosen intervals at each

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test hole. After description and lab analyses, all samples were placed in the
files of the Illinois State Geological Survey samples library. Three geo-
physical logs (spontaneous potential, resistivity, and natural gamma radiation)
were run in each test hole before it was plugged; these logs helped determine
the character of the unconsolidated sediments. A simple descriptive log and
trace of the natural gamma log for each test hole are included in appendix A.

HYDROLOGY

Study of the resistivity and test hole data suggested that a favorable location
for developing the desired water supply existed in the vicinity of Test Hole

1/2 miles north-northeast of the Village of Junction. A site for
high capacity test well was subsequently obtained by the Conser-
in the NE NE NE Section 17, T. 9 S., R. 9 E., Gallatin County,
west of Test Hole SVB-9 (fig. 5). Groundwater in the sand and

Northeast
corner,
Sec. 17,
T9S, R9E

SVB-9, about 1
constructing a
vancy District
about 1/2 mile

ISGS 1981

0 100 200 300 400 500 ft

I I _E

50 100 m

FIGURE 5. Location of aquifer test site and proposed production wells in
the NE% NEh, Sec. 17, T. 9 S., R. 9 E., Gallatin County.

R10E

ISGS 1981

FIGURE 6. Saline Valley Conservancy District study area (Gallatin County) showing areal
extent of aquifer and general estimated thickness.

gravel aquifer occurs under artesian and water table conditions. Artesian con-
ditions exist where till or fine-grained lacustrine deposits overlie the aquifer
and impede or retard the vertical movement of groundwater, thus confining the
water in the aquifer under artesian pressure. Under artesian conditions, water
levels in wells tapping the aquifer rise above the top of the aquifer into the
overlying fine-grained clay or till deposits. Water table conditions exist at
places where the water levels in wells tapping the aquifer lie within the sand
and gravel aquifer.

Artesian and water table conditions were encountered in Test Well No. 1 and Test
Hole SVB-9. At Test Well No. 1, the driller's log (appendix B-l) shows the clay
is present from land surface to 9 feet (2.7 m) and 15 to 30 feet (4.5 to 9.1 m).
These clay beds impede the vertical movement of groundwater and confine the
water under artesian pressure. At Test Hole SVB-9, the log (appendix A) shows
that silty sand is present from land surface to 10 feet (3.0 m) . These de-
posits allow vertical movement of groundwater (recharge) and expose the ground-
water surface to atmospheric pressure (i.e., water table conditions).

Hydrogeology

The estimated areal extent of the sand and gravel aquifer system in the study
area is shown in figure 6. The aquifer appears to extend northeast to the Ohio
River and southeast between the Shawneetown Hills and Gold Hill to the Ohio
River, following a preglacial bedrock channel that was possibly carved by the
ancient Ohio River. The Shawneetown Hills and Gold Hill are composed of bed-
rock and are the impermeable limits of the aquifer; thus they act as barrier
boundaries which distort the cone of depression and result in increased draw-
down in the well field. To the west, and northwest, the underlying bedrock sur-
face rises, resulting in the aquifer's pinching out. It is estimated that an
effective boundary trends in a northeasterly direction near Ridgway (fig. 6).
Northwest-southeast cross-section B-B' (fig. 7) shows the thickness and dis-
tribution of the sand and gravel aquifer and its relationship with the bedrock
surface. The aquifer averages 80 feet (24.2 m) in thickness and consists
mainly of clean, fine, light brown to olive-gray sand with some coarse sand to
gravel layers. The results of a sieve analysis on formation samples collected
from Test Hole SVB-9, Test Well No. 1, and Observation Well No. 2 are shown in
appendix D.

Aquifer test

A controlled aquifer test of the high capacity test well was made in December
1980 to determine the hydraulic properties of the sand and gravel aquifer.
The test was conducted by the State Water Survey in cooperation with the
Layne-Western Company, Inc., drilling contractor, and Brown-Roffman, con-
sulting engineers.

The hydraulic properties of an aquifer and its confining bed may be determined
by analyzing data from aquifer tests in which the effects on water levels due
to pumping a well at a known constant rate are measured in the pumped well and
at observation wells penetrating the aquifer. Graphs of water level drawdown
versus time after pumping started, and graphs of drawdown versus distance from
the pumped well, are used to solve equations that express the relationship

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between transmissivity, storage, and the lowering of water levels in the vicin-
ity of a pumped well .

During the December 1980 test, the effects of pumping Test Well No. 1 were mea-
sured in the pumped well and in three observation wells. The locations of the
wells used during the test are shown in figure 5. The drillers logs of the
wells are included in appendix B-l. The test well was pumped continuously for
1430 minutes at a constant rate of 1090 gpm (69 L/s). Drawdowns were deter-
mined by comparing water levels measured before pumping started with water le-
vels measured during the pumping period. The data collected are included in
appendix B-2.

During the test pumping period, several water samples were collected to determine
the mineral quality of the groundwater. The samples were analyzed by the lab-
oratories of the Illinois Environmental Protection Agency and the State Water
Survey. Appendix C gives results of the analysis of the sample collected after
pumping 23 hours.

The aquifer test data and the nonequil ibrium formula (Walton, 1962) were used
to calculate the hydraulic properties of the sand and gravel aquifer. Results
of the analysis indicate that the transmissivity (T) of the aquifer averages
about 80,500 gpd/ft (1.16 x 10-2 m2/sec) and the hydraulic conductivity (K) is
about 875 gpd/ft2 (4.13 x 10~4 m/sec) , a reasonable value for the fine-to-
medium sand encountered at the test well site. The storage coefficient (S) in
the vicinity of the test well was computed to be about 0.00063, a value repre-
sentative of artesian conditions. Hydraulic properties determined from the
well test data analysis are summarized in table 1.

Aquifer model

The effects of a groundwater development can be simulated using aquifer models
that have straight-line boundaries and an effective width, length, and thickness.

TABLE 1. Transmissivity and storage coefficient at the aquifer test site.

Well

Method of
analysis

Transmissivity(T)

(gpd/ft)

(x 1.438 x 10"7 = m2/s)

Storage
coefficient (S)

0W1
0W2
0W3

TW

Time-drawdown (Theis)
Time-drawdown (Jacob)

Time-drawdown (Theis)
Time-drawdown (Jacob)

Time-drawdown (Theis)
Time-drawdown (Jacob)

73,500
78,800

78,100
84,600

78,100
92,800

Time-drawdown (Jacob) 80,000

Distance-drawdown 78,100

T average = 80,500 gpd/ft (1.16 x 10"2 m2/s)

Hydraulic conductivity (K) = 875 gpd/ft2 (4.13 x lO"4 m/s)

S average = .00063

.00077
. 00062

. 00064
.00053

.00067
.00048

.00067

11

Depth (ft)
0

Expected nonpumping
water level

10

20

■30

■40

50

■60

70

80

90

100

-110

■120-

Lowest expected
pumping water level

Well screen length

o

16 in.

(or

12 in.)

30 in.
(or 24 in.)

Expected log

Clay and sand

Fine to medium sand
with gravel

Shale or clay

ISGS 1981

FIGURE 8. Features of typical production well for Saline Valley Water Conservancy District.

Ideal straight-line boundary conditions and uniform water-bearing character-
istics rarely (if ever) are found in nature. However, these models can be
used for analytical purposes, because the irregularities are small in pro-
portion to the large areal extent of most aquifers.

12

On the basis of the results of the geologic and hydrologic studies, the sand
and gravel aquifer system in the study area was idealized as a 30-degree wedge-
shaped aquifer 80 feet (24.2 m) thick. The orientation of the aquifer model
in relation to the study area is shown in figure 6.

The water level drawdown at the sites of the three proposed production wells
(fig. 5) was computed using the aquifer model, calculated and estimated hy-
draulic properties of the aquifer, image well theory, and the nonequilibrium
formula. The computed total water level drawdown that occurs in each produc-
tion well at this site consists of drawdown resulting from: (1) laminar flow
of water through the aquifer; (2) interference from other production wells;
(3) interference from the barrier boundary or edge of an aquifer; (4) partial
penetration of the aquifer; (5) decrease in the saturated thickness of the
aquifer (dewatering) ; and (6) turbulent flow losses through the well screen
and inside the well. The nonequilibrium formula (Theis, 1935) and image well
theory (Ferris, 1959), and the transmissivity and storage coefficient of the
aquifer determined from results of the aquifer test were used to calculate
the drawdown components due to flow of water through the aquifer and drawdown
due to interference from the two other production wells. An estimated long-
term storage coefficient of 0.01 was substituted into the nonequilibrium
formula to estimate the drawdown due to barrier boundaries and other inter-
ferences outside the immediate area of the production wells. The larger
storage coefficient was used to simulate the effect of water table conditions
known to be present in as much as 30 to 40 percent of the lowland area. The
remaining drawdown components due to partial penetration, dewatering, and
turbulent flow at the well were calculated with recognized standard techniques
described by Walton (1962). These drawdown calculations showed that after
180 days of no recharge, with continuous pumping at a combined rate of 2100
gpm (700 gpm per well; 44 L/s), the water level drawdown in each proposed
production well would be approximately 65 feet (19.7 m) . The 180-day period
was chosen to simulate the average portion of a year during which ground-
water level recession usually occurs in a year of normal precipitation.

The analysis using the aquifer model indicates that 3 million gallons per day
is the maximum quantity of groundwater that can be developed from the pro-
posed well field. The estimated maximum drawdown will cause pumping water
levels to be near the top of the well screens, which are designed to be 45
feet (13.7 m) long (fig. 8). To determine whether the aquifer model used in
this report accurately simulates actual aquifer conditions, the District will
have to monitor future withdrawals and water levels in the well field. A per-
manent observation well equipped with a continuous water level recorder lo-
cated in the vicinity of the well field would provide valuable data in
assessing the response of the aquifer to the actual withdrawals.

Theoretical effects of pumping

Pumping from a well field in the vicinity of Test Well No. 1 will affect water
levels in nearby wells that tap the extensive sand and gravel aquifer. The
barrier boundaries present near Junction will distort the theoretical cone of
depression and increase the water level drawdown in wells. The drawdown
expected as an annual maximum interference (180 days without recharge) was

13

calculated for the estimated initial demand of 1.7 mgd (1200 gpm; 75.7 L/s)
and for the future demand of 3.0 mgd (2100 gpm; 132.5 L/s).

Di

stance

Maximum annual
1.7 mgd

interference
3.0 mgd

ft

3,000

5,000

10,000

20,000

m

( 909)
(1515)
(3030)
(6060)

ft

9.9
7.9
4.9
1.9

m

(3.0)
(2.4)
(1.5)
(0.6)

ft m

17.5 (5.3)

13.9 (4.2)

8.6 (2.6)

3.3 (1.0)

These annual interference drawdowns were calculated for specific sites north-
east of the proposed well field. Drawdowns in other locations northeast of
the well field will be comparable. To the south, the annual drawdowns may
be somewhat greater because of the barrier boundaries, Shawneetown Hills
and Gold Hill.

Effects of groundwater development

The development of the District's well field will still allow for successful
completion of irrigation wells in the area. Sufficient available drawdown will
be present to allow high capacity (500-1000 gpm; 31.6-63.1 L/s) irrigation wells
to be constructed where the thick, extensive sand and gravel aquifer is present.
The impact of distant (>1 mile; 1.6 km) irrigation withdrawals on water levels
in the District well field will be small, probably less than 2 feet (0.76 m) .
However, the short-term interference effects by nearby irrigation wells might
necessitate changes in the operation of the District wells. Proper management
of the resource will allow the anticipated total water supply needs of the
region to be met.

If the District well field is operated to capacity and supplemental irrigation
is widespread, then a second well field for the District may be required. On
the basis of the present study, excellent potential for further development is
offered by locations several miles to the northeast, where the aquifer widens
to a much larger areal extent. Areas near the Ohio River at the eastern edge
of Gallatin County appear to offer excellent potential for development of
additional large groundwater supplies.

REFERENCES

Ferris, J. G., 1959, Ground water, chap. 7, in C. V. Wisler and E. F. Brater
[eds.]: Hydrology, John Wiley & Sons, N.Y., p.

Frye, John C, A. Byron Leonard, H. B. Willman, and H. D. Glass, 1972, Geology
and paleontology of late Pleistocene Lake Saline, southeastern Illinois:
Illinois State Geological Survey Circular 471, 44 p.

Ghash, D. P., 1971, Inverse filter coefficients for the computation of apparent
resistivity standard curves for a horizontally stratified earth: Geophysical
Prospecting, Netherlands, v. 19, n. 4, p. 769-775.

14

Heinrich, Paul, 1981, Master's thesis, in preparation.

Horberg, Leland, 1950, Bedrock topography of Illinois: Illinois State Geological
Survey Bulletin 73, 111 p.

Lineback, Jerry A., and others, 1979, Quaternary deposits of Illinois, scale
1:500,000, Illinois State Geological Survey.

Theis, C. V., 1935, The relation between the lowering of piezometric surface

and the rate and duration of discharge of a well using groundwater storage,
Transactions, American Geophysical Union 16th Annual Meeting, pt. 2,
519-524 p.

Wallace, D. L., and others, 1969, Soil survey of Gallatin County, Illinois,
Illinois Agricultural Experimental Station Soil Report No. 87, 136 p.

Walton, W. C, 1962, Selected analytical methods for well and aquifer evaluation,
Illinois State Water Survey Bulletin 49, 80 p.

Willman, H. B. , and John C. Frye, 1970, Pleistocene stratigraphy of Illinois:
Illinois State Geological Survey Bulletin 94, 204 p.

Zohdy, Adel A.R., 1973, Use of Dar Zarrouk curves in the interpretation of
vertical electrical sounding data: U.S. Geological Survey Bulletin
1313-D, 41 p.

Zohdy, Adel A.R., and Robert J. Bisdorf, 1975, Computer programs for the
forward calculation and automatic inversion of Wenner sounding curves:
U.S. Geological Survey, Denver, Colorado, 47 p.

15

APPENDIX A . Simple descriptive and natural gamma logs for test borings in Saline and
Gallatin Counties.

SVB-1 1 000 ft N, 4290 ft W of SE/c. 20-8S-6E, Saline Co.

Generalized descriptive log

Natural gamma log increasing

depth (ft)

o .

clay, silty

z

silt, clayey

10—

clay

20—

silt

z

silt, sandy

30 —
T.D. 31. 5-^

sandstone

ISGS 1981

SVB-2

400 ft N, 4980 ft W of SE/c, 32-7S-6E, Saline Co.

Generalized descriptive log
depth (ft)

Natural gamma log increasing'

: silt, slightly clayey

10 —

20-

30 —

40 —

50 —

60-3
T.D. 61.5-

clay, silty,
w/minor sand

silt, si. clayey, si. sandy

pebbly clay-silt,
few sand grains

calcareous pebbly
clay-silt w/some sand

clay, silty

silt, clayey

clay

shale

16

APPENDIX A. (continued)

SVB-3 1320 ft N, 3960 ft W of SE/c, 5-9S-7E, Saline Co.

Generalized descriptive log
depth (ft)

Natural gamma log increasing

u — :

silt, clayey
some sand

10—^

clay, silty

20— E
30—!

clay silt
w/minor sand

40-H

clay to shale

50—!
fin "

shale

SVB-4 2640 ft N, 2640 ft W of SE/c, 26-9S-7E, Saline Co.

Generalized descriptive log Natural gamma log increasing

depth (ft)
0-

10—

20—

30—

40-

50—

60 — :

70—

80—
T.D.87

silt

clay
silt

silt

sand

silt to clay

shale

17

APPENDIX A. (continued)

SVB-5 2640 ft N, 1980 ft W of SE/c, 22-9S-8E, Gallatin Co.

Generalized descriptive log
depth (ft)

Natural gamma log increasing

0—3

silt

clay, silty

1 n

20 — :

clay /silt

30— ■

40—=

silt, sandy

-1

sand, silty

50—

sand

60—

silt, sandy

sand

70— :

-

silt, clayey

—

-

80— \

clay, silty

90 — :

100— E

110—=

sand, silty, clayey

120 — *

weathered sandstone

'.

over shale

26.5-3

18

APPENDIX A. (continued)

SVB-6 3465 ft N, 3630 ft W of SE/c, 16-8S-8E, Gallatin Co.

Generalized descriptive log Natural gamma log increasing

depth (ft)
0-

10-

20-

30—

40-:

50 —

60-

T.D. 70-

clay, slightly silty

silt, clayey

clay

sand w/silty clay

clay, silty

shale

19

APPENDIX A. (continued)

SVB-7 4280 ft N. 5250 ft W of SE/c, 34-9S-9E, Gallatin Co.

Generalized descriptive log Natural gamma log increasing
depth (ft)

40-

60-

T.D. 158.8-

80-

90-

100-

110-

120-

130

140-

150-

sand w/some
pebbles and
thin gravel
concentra-
tions

20

APPENDIX A. (continued)

SVB-8 1320 ft N, 3795 ft W of SE/c, 31-9S-9E, Gallatin Co.

Generalized descriptive log

depth (ft)
0-

Natural gamma log increasing

— silt, clayey some sand

10-

20—

30—

40-

50 —

60-

70—

80-

90-

100 —

110-

120

T.D. 130-

clay, silty

silt, sandy

clay, slightly silty
w/minor sand

sand

silt, w/some sand

silt w/clay seams

sand,

w/some fine gravel

shale

21

APPENDIX A. (continued)

SVB-9 3980 ft N, 2640 ft W of SE/c, 16-9S-9E, Gallatin Co.

Generalized descriptive log
depth (ft)

10-

20—

30
40—

50

60—

70

80—

90-
100
11
120—
130
140—
150-^
160—
T.D. 170

slightly silly
sand

silt

sand with
scattered
pebbles and
thin gravel
layers

gravel

shale

Natural gamma
log increasing

ISGS 1981

22

APPENDIX A. (continued)

SVB-10 2640 ft N, 660 ft W of SE/c, 30-9S-9E, Gallatin Co.

Generalized descriptive log Natural gamma log increasing

depth (ft)

u —

sandy silt

10 —

sand with thin
silt layers

20 —

30 —

sandy clayey
silt

40 —

—

—

clay

_

50 —

silt, sand,
clay mix

m

sand

silt/sand

70 —

gravel sand

80-^

—

-

clay

yu—

100 —

clayey sandy
silt

110 —

sand, gravel

120 —

silt

sand /grave I

-

130

ian— J

shale

23

APPENDIX A. (continued)

SVB-1 1 3300 ft N, 2970 ft W of SE/c, 1 1-9S-9E, Gallatin Co.

Generalized descriptive log
depth (ft)

Natural gamma log increasing

u

silt

10

sand

_

20

clay

— ■

30

sand, slightly

silty

40

50—

-

clay

fin

70

sand, slightly
silty

80

silt

—

90—

sand with

interlayered

silt-clay

100

110

120

gravel
coarse sand

130

-

140

shale

iRn —

ISGS 1961

24

APPENDIX A. (continued)

SVB-12

10 ft N, 3960 ft W of SE/c, 5-9S-9E, Gallatin Co.

Generalized descriptive log
depth (ft)

Natural gamma log increasing

u

-

silt

10 —

20—

silt to clay

30 —

_

50 —

60—

70—

-

fine sand

80—

90—

100—

110 —

120 —

130—

silt to clay

140 —

slightly sandy
silt to clay

150

shale

ifin R_l

25

APPENDIX B-l. Well production test, Saline Valley Conservancy District.

WELL DATA (TW-1)

Well owner:
Consulting engineer:

Well location:

Date well completed:
Date of production test:
Length of production test:
Aquifer:

Saline Valley Conservancy District
Brown-Roffman Consulting Engineer,

Harrisburg, IL
Approx. 510 ft south and 10 ft west of

the NE/c, Sec. 17. lh, T. 9 S., R. 9 E.

Gallatin County
Dec. 5, 1980
Dec. 16-17, 1980
23 hr. 50 min., constant rate
Sand and gravel

Well no.:

Drilling contractor:

Drill cuttings:

Drilling method:

Depth:

Hole record:

Casing record:

Screen record:

Annulus and gravel pack record:
Test pump and power:

Test pump setting:
Measuring equipment:

Time water samples collected:

Temperature of water:
Ground elevation at well:
Measuring point:
Nonpumping water level:

TW-1

Layne-Western, Kirkwood, M0

To be taken to the ISGS

Straight rotary

120 ft

30 in. 0 to 120 ft

16 in. O.D. +0.5 to -75 ft

16 in. P.S. Layne Shutter Armco, 6 slot,

45 ft long, set 75 to 120 ft
WB50 3 to 120 ft
Layne vertical turbine test pump, 10 in.,

3 stages, powered by diesel engine
Intake set at 105 ft
Layne-Western 10 x 7 orifice tube, electric

dropline, folding ruler
Dec. 16, 1980; 12:10 PM; 4:30 PM; 8:40 PM
Dec. 17, 1980; 3:35 AM; 7:40 AM
58°F

± 355 ft MSL, taken from topographic map
Top of steel casing 0.5 ft above LSD
1.82 ft below measuring point

Driller's log for pumped well (pilot hole)

Forme

ition

Clay

Fine

sand

Clay

Fine

sand

Sand

and gravel

Shale

i - hard

Depth (ft)

0 - 9

9 - 15

15 - 30

30 - 118

118 - 122

122+

OBSERVATION WELL DATA

The line of observation wells lies to the north towards the stream. Land sur-
face elevation is about the same for the pumped well and observation Well
Nos. 1 & 2 and is about 1 to 2 feet lower for Observation Well No. 3.

OBSERVATION WELL NO. 1

Depth:

Hole record:
Casing record:
Screen record:
Measuring equipment:
Ground elevation:
Measuring point:
Nonpumping water level :
Distance and direction
pumped well :

from

118.7 ft

8 in. 0 to 124 ft

6 in. I.D. PVC casing +1.3 to -118.7 ft

Bottom 40 ft of casing is slotted

Leupold & Stevens Type F recorder

±355 ft MSL, taken from topographic map

Top of PVC approx. 1.3 ft above LSD

2.84 ft below measuring point

170.5 ft north of pumped well

26

APPENDIX B-l. (continued)

Driller's log

Formation

Clay

Fine clay

Clay

Fine sand

Fine to medium sand

Medium to coarse sand w/some

fine gravel
Shale

Depth

(ft)

0 -

8

8 -

17

17 -

36

36 -

90

90 -

115

115 -

124

124 -

126

OBSERVATION WELL NO. 2

Depth:

Hole record:
Casing record:
Screen record:
Measuring equipment:
Ground elevation:
Measuring point:
Nonpumping water level:
Distance and direction from
pumped wel 1 :

115.3 ft

8 in. 0 to 121 ft

6 in. I.D. PVC casing +1.7 to -115.3 ft

Bottom 40 ft slotted

Leupold & Stevens Type F Recorder

±355 ft MSL, taken from topographic map

Top of PVC casing approx. 1.7 ft above LSD

3.12 ft below measuring point

300.7 ft north of pumped well

Driller's log

Formation

Depth (ft)

Clay

Sandy clay

Clay

Fine to medium Sc

Medium to coarse

fine gravel
Shale

ind
sand

w/

some

0 - 7

7 - 19

19 - 45

45 - 90

90 - 121
121 - 125

OBSERVATION WELL NO. 3

Depth:

Hole record:
Casing record:
Screen record:
Measuring equipment:
Ground elevation:
Measuring point:
Nonpumping water level:
Distance and direction from
pumped well :

Driller's log

Formation

Clay

Sand and clay

Clay

Fine to medium sand

Medium to coarse sand w/some

fine gravel
Shale

114.7 ft

8 in. 0 to 121 ft

6 in. I.D. PVC casing +2.3 to -114.7 ft

Bottom 40 ft slotted

Leupold & Stevens Type F recorder

±355 ft MSL, taken from topographic map

Top of PVC casing approx. 2.3 ft above LSD

1.35 ft below measuring point

502.0 ft north of pumped well

Depth (ft)

0 - 6

6 - 14

14 - 35

35 - 90

90 - 120

120 - 125

27

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33

APPENDIX C. Water sample analysis data.'

mg/L

me/L

mg/L

me/L

Iron(t)

Fe

1.4

Phosphate

P

0.10

Manganese(t)

Mn

0.08

(t.o. + a.h.)

Aluminum(t)

Al

—

Silica(d)

Si02

19.9

Calcium(d)

Ca

76.4

3,

,81

Fluoride(d)

F

0.3

Magnesium(d)

Mg

35.4

2

.91

Boron (d)

B

0.2

Strontium(d)

Sr

0.18

Nitrate

NO 3

0.0

0.00

Sodium(d)

Na

12.8

0,

.56

Chloride(d)

CI

0.0

0.00

Potassium(d)

K

0.8

0,

.02

Sulfate(d)

SOi,

2.1

0.04

Ammonium

NHi,

0.07

0,

.04

Alkalinity (as

CaC03)

356

7.12

**Arsenic

As

0.006

Barium(t)

Ba

<

0.1

Hardness (d) (as

CaC03)

336

6.72

Cadmium(t)

Cd

<

0.005

Chromium(t)

Cr

<

0.005

Total dissolved minerals

378

Copper(t)

Cu

0.01

Lead(t)

Pb

<

0.05

Temp, (reported)

58° F

Lithium(t)

Li

0.00

Nickel (t)

Ni

<

0.05

**Selenium

Se

<

0.001

Silver(t)

Ag

—

Zinc(t)

Zn

<

0.005

t = total

d = dissolved

o. + a.h. = ortho + acid hydrolyzable

mg/L = milligrams per liter

me/L = milliequivalents per liter

mg/L x .0583 = grains per gallon

*Sample collected at 7:40 am, December 17, 1980 from Test Well No. 1 (owned by the
**Saline Valley Conservancy District) after 23 hours of pumping at a rate of 1090 gpm.
Determinations by IEPA (Lab no. B 30672).

34

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• — wnroro>trvNr-ro^-in

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CTv CTi CTt CTi

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I I I I I I I I

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d

a.
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<o

IA

— o
a. o
E o.

10 Q.
3 oo

11 II

oo
3 oo

*

35

APPENDIX D. (continued)

001

to o to

INCHES

o in o QoQ o o 10 o oo
cm cm w ^F u> to oootNin o in

OOO OOO o — «-— C* CM

1 1 I i i — r~n — i i i I

TYLER SIEVE NUMBERS

oi

170

I

115 80
."' 1 "1" 1

CO

6f 1 V

42
1

32 24
)i 7» I

i i

70

1

16 9

14 12 ID 8 7

III II

6

1

,,'

100

1

1

1

1

T

"»

>

V

1

SVB9

l

1

1

90
80

s

>\.»- 145 150ft

^

1

\

H

70

\+- 150 155 ft

60

130 135 ft _J

\lx

bU

\ 1

I

p- 70-75 ft

40

\\

\

\

\

10 1 15 ft

JU

V

1

a

V

20

\

s

\

.

\

10

\

n

1

1

1

1

1

1

i

' 1 ~

T-~-

— i

1

1

0.1

GRAIN

SIZE IN

10
MILLIMETERS

10.0

VERY
FINE
SAND

FINE
SAND

MEDIUM
SAND

COARSE
SAND

VERY

COARSE

SAND

FINE
GRAVEL

MEDIUM
GRAVEL

COARSE
GRAVEL

10
IN MILLIMETERS

100

SILT

VERY
FINE
SAND

FINE
SAND

MEDIUM
SAND

COARSE
SAND

VERY

COARSE

SAND

FINE
GRAVEL

MEDIUM
GRAVEL

COARSE
GRAVEL

36

APPENDIX D. (continued)

*- «n c-j n

INCHES

t — r

i i i i

■n — i i i i — n

100

TYLER SIEVE NUMBERS

17

too

0

115 80

SO | 100 |

60

1 1 4i

42
J

32 24

20

1

16 .4 U ,0
1 1 l

i I

6

1

■!

1

1

1

1

1 '

1

1

1 '

90
80

*

Observation Well No

2

w

\\l

70
60

110-115 1

V
1 ~*\\

\

\

50

\

40

w

1\

i-*- 80 100 ft

30
20
10

70 i

Of

t

55 70 ft similar to 70 80 ft

I

\

\

0

1

1

1

1

,

1

1

,

1

1

1

001

0.1
GRAIN

SIZE

IN

1.0
MILLIMETERS

10.0

SILT

VERY
FINE
SAND

FINE
SAND

MEDIUM
SAND

COARSE
SAND

VERY

COARSE

SAND

FINE
GRAVEL

MEDIUM
GRAVEL

COARSE
GRAVEL

37

I

I